EBK PRINCIPLES OF GEOTECHNICAL ENGINEER
9th Edition
ISBN: 9781337517218
Author: SOBHAN
Publisher: VST
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Chapter 9, Problem 9.8P
To determine
Find the factor of safety against heaving at point A.
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5. A thick layer of stiff saturated clay is underlain by a layer of sand under artesian pressure. A deep cut is made in the clay layer as shown in the attached figure. Determine: [2]
a. The total stress at point A.
b. The factor of safety against heaving at point A, if the effective stress is 12% of the total stress.
A 8 m-thick layer of stiff saturated clay is underlain by a layer of snad (Figure Q3). The sand is under artesian pressure. (water pressure head in the sand layer is shown on the piezometer). Calculate the maximum depth of cut, H, that can be made in the clay.
A 10-m-thick layer of stiff saturated clay is underlain by a layer of sand Shown in the figure. The
sand is under artesian pressure. A 5.75-m-deep cut is made in the clay. At a given time, the water
level inside the cut reaches 0.5m.
• Determine the factor of safety against heaving at point A.
Psat = 1925 kg/m³
5.75 m
10 m
To 5m
6 m
2.5 m
Psat = 1840 kg/m³
Saturated clay
Sand
After a while, the water stops flowing into the cut as shown in the figure.
• Explain why did the flow stop?
Determine the total stress, pore water pressure, and effective stress at point A.
Psat = 1925 kg/m³
5.75 m
10 m
6 m
2.5 m
Psat = 1840 kg/m³
Saturated clay
Sand
Chapter 9 Solutions
EBK PRINCIPLES OF GEOTECHNICAL ENGINEER
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- A clay formation having a depth of 4 m. underlies a sand formation having a depth of 3 m. The dry unit weight of sand is 16.5 kN/m3 and the saturated unit weights of clay and sand are 20.4 kN/m3 and 19.6 kN/m3 respectively. The groundwater table is at the interface of the sand and clay. Compute the effective stress at the bottom of clay. Use 3 decimal places in MPa.arrow_forwardA specimen of saturated sand was consolidated under an all-around pressure of 105kN/m2.The axial stress was then increased and drainage was prevented.The specimen failed when the axial deviator stress reached 70 KN/m2.The pore water pressure at failure was 50 KN/m2.Determine:i. Consolidated-undrained angle of shearing resistance, ɸii. Drained friction angle, ɸ′iii. Sketch Mohr’s circles and Failure Envelops in terms of total and effective stress.iv. Assuming soil specimen to be homogenous, sketch a network of failure planes.arrow_forwardEXAMPLE 9.2 A cut is made in a stiff saturated clay that is underlain by a layer of sand under arte- sian pressure (Figure 9.6). 21 ft a. Assume h = 0, and calculate the maximum depth of cut H that can be made in the clay. b. Assume H = 15 ft and h = 0. What should the magnitude of the height of water h be so that stability is not lost? H 6 ft FIGURE 9.6 Saturated clay Sand Ysat = 120 lb/ft³ 13.5 ft Ysat = 114 lb/ft³arrow_forward
- A 2m clay layer has values of e = 0.92, Gs = 2.72 and liquid limit of 40%. Above the clay is a 3m thick layer of sand with e = 0.50 and Gs = 2.62. The water table is located 1.6m below the ground. If a 3m thick backfill is placed on the ground surface having a unit weight of 17.3 KN/cu.m. determine the following3B 1. Compression index of clay 2. Effective pressure at the midpoint of clay 3. Primary settlement for normally consolidated clay %3D Givan:arrow_forwardA large embankment is to be built on the surface of a 18-ft clay layer. Before the embankment is built, the initial σ′v at the middle of the clay layer is 500 psf. The results from a 1-D consolidation test on the clay from the middle of the layer provide σ′p=1600 psf, Crε=0.0352, and Ccε=0.180. If the final σ′v at the middle of the layer after the embankment loading is 2000 psf, what is the settlement, in inches, of the clay layer resulting from thisloading?arrow_forwardThe soil has a void ratio of 0.4 and G=2.75. h1=1.5m and h2=3m. Determine the effective unit weight of the sand in kN/cum. Determine the effective stress at pt. A in kPa. Determine the hydraulic gradient of sand for quick condition. Please answer this asap. For upvote. Thank you very mucharrow_forward
- A long embankment 30 m wide is to be built on ground. The net vertical pressure applied by the embankment (assumed to be uniformly distributed) is 90kpa. The soil profile and stress distribution beneath the center of the embankment is also shown. The value of mv for the upper clay is 0.35m2/MN, and for the lower clay mv=0.13m2/MN. Tthe permeabilities of the cllays are 10-10m/s and 10-11m/s for the upper and lower soil respectively. Determine the final settlement under the center of the embankment due to consolidationarrow_forwardA 5-m depth of sand overlies a 6-m thick layer of clay, the water table being at the surface; the permeability of the clay is very low. The saturated unit weight of the sand is 19 kN/m3 and that of clay is 20 kN/m3. A 4-m depth of fill material of unit weight 20 kN/m3 is placed on the surface over an extensive area. Determine the effective vertical stress at the centre of the clay layer a. immediately after the fill has been placed, assuming this to take place rapidly, and b. many years after the fill has been placed. Fill ↑ ↑ ↑ ↑ ↑ WT Sand m 5 Clay 8 11arrow_forwardA. Compute the effective stress at the bottom of the clay. B. If the water table rises to the level of the soil surface, what is the effective stress at the bottom of the clay? Fground surface Y-15.6 kN/m Yrar-16.6 KN/m3 4 m water table Clay 5 m:arrow_forward
- SITUATION. From the soil profile shown below, Ground surface Dry Sand Clay 110.65 e = 0.49 Gs=2.68 O 113.68 O 116.62 O 124.84 Ground water table e = 0.9 Gs=2.75 4.6 m Determine the effective stress (kPa) at the bottom of the clay. 3.6marrow_forward3. The coordinates of two points on a given compression curve are as follows: P₁ =200 kPa P2 =400 kPa e₁ = 1.82 e₂ = 1.54 a. Compute the coefficient of compressibility. b. Compute the coefficient of volume compressibility for the pressure stated above. c. Given the coefficient of consolidation C = 0.003 cm²/sec, determine the hydraulic conductivity (k) in cm/sec. corresponding to the average void ratio.arrow_forwardCompute the vertical normal stress, o, at points A, B, and C in Figure 9.11. 15.0 kN/m3: 0.9 m 2.0 m SM Silty sand 16.8 kN/m³. 1.6 m -2.5 m В y = 17.2 kN/m³ 3.6 m CL Clayarrow_forward
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